Premier Field Development, Inc. 5/9/2016

-16- density. Footings should be at least 2 feet wide, and should bear at least 18 inches below lowest adjacent finished grade. For footings con- structed as recommended, a design allowable bearing pressure of 2000 psf 1 is recommended. Estimated total potential settlements should not exceed 1 inch. Kasch Park Ranger Facility: Anticipated subsurface conditions at this structure are based on the results of TP-213, where loose till fill was encountered to a depth of 6 feet, and was underlain by medium dense slightly weathered till . Depending on the proposed elevation of the structure, it could be founded on the fill or native till . For support by the fill , it is recommended that fill be removed to a depth of 2 feet below the planned bottom of footing elevation and replaced with fill compacted to at least 95 percent of the maximum dry density. For this configuration, a design allowable bearing pressure of 1500 psf is recom- mended. Alternatively, fill could be removed to expose medium dense native soil , and footings could be designed for an allowable bearing pressure of 2000 psf. For either situation, footings should be at least I 2 feet wide, and should bear at least 18 inches below lowest adjacent finished grade. For footings bearing on fill or native soil , we esti- mate that total potential settlements should not exceed 1 inch. Light Poles: Light pole locations are not known, and therefore soil conditions at specific test pit locations cannot be referenced. Instead, presumed soil parameters and recommended design values are presented in the following table. Soil types assumed in design will need to be con- firmed during construction. Design of embedment to resist overturning could be performed assuming active pressure to act over one pile diam- eter on one side of the pole, and passive resistance to act over two pile diameters on the other side of the pole. Alternatively, design could assume the "net passive resistance" (passive minus active) to act on two pile diameters on one side of the pole. Note that the recom- mended design values for passive resistance include a factor of safety of 2 applied to our estimated ultimate soil strength.